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Specifications (10) FINED , �j c OFFICE COPY'Y- CT ENGINEERING Mb'; ' ` 2016 Structural Engineers 180 Nickerson Street Suite 302 Sedttle, WA 98109 INC. UT F � OFzCC @206.285.4512 (V) 206.285.0618 (F) sS . LOG DI VLSION #16039 Structural Calculations 2.1 MST2016-00315 13771 SW SILENT FOX TER �0 PRO, ,/ 2.2 MST2016 00316 13765 SW SILENT FOX TER •\<� G I NiRiver Terrace �,�., 60 , , 2.3 MST2016-00317 13747 SW SILENT FOX TER � 2.4 MST2016-00318 13743 SW SILENT FOX TER Lots 29-33 ttk 2.5 MST2016-00319 13735 SW SILENT FOX TER House V(Row S) REGVA Tigard, OR /.2,0 03/02/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 16039_2016.03 02_Lots 29-33_Calculations.pdf Page 1 of 53 CT ENGINEER I NGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 29-33 (Row Houses)-Tigard, OR DESIGN SUMMARY: The proposed project is to be alley-loaded row houses that are comprised of E5 exterior units and K5 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered:2012 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 2 of 53 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16039-River Terrace-Lots 29-33 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (0.S.B.)' 2.2'psf Trusses at 24"o.c. 3.0 psf Insulation 1,0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3,0 psf NO gypsum concrete 0.0;psf 3/4"plywood (O.S.B.)' 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1)5/8"'gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 3 of 53 ROOF BELOW 19'-1" I Q �� 3'_7Y2" 2'-3Y2 11'_2Y2 i'-ii r2 icy EXTENT OF 1-HR Alai 1 4y` 4'-234^ Gf{ 4-234 1-4y I EXTERIOR WALL. 3/D1 7-0 5 0 D8L SL�• I- COMMON WALL ? WINDOW WALL TV NICHE ° SE/.1.T.9: • AT +36" BELOW +24 AFS: 0 A.F.F. x 1NSU ATE � FLOOR OVER ♦ UNHEATED SPACMII kj Masters Bedroom -" 01 i a ..a II iN 11 RADON 2' 9" .4,:3'.-7:11414:'':...::.S+ 7.: 5 5Y4 REDUCTION { SYSTEM 1I m r 0U b vr,i oN oIMI N N 5' SHOWtl� 2-6 I o f BIFOLD ! ® N x a I U l o i c�> DN XV a v M. Bath 71 :-.Y m i 2x4 FLAT PLANT n STUDS Wn 24 TB ! 1 �'a SHELF 4 5' 6 "'m H--� ®+42 a Vit- 1 LOCATE PLUMBING o a x N �N ® CI) ROUGH IN ACCOUNTING IP FOR (2) LAYERS GWB n o _ .'I I AT PARTY WALL , 1111" 1 ORYER 2.6.BALL i 00 � I Som 1 f 4 IF • WASHER j,b N. ♦ TO BELOW Bath )� 24`Ta I Hx 3'-7Y2" , 3�-9" I22"x.)o"F/ • ATfC 1 I S & P I a • LOW WALL UPiLCCE53i J ' •¢ •_ - l N i.�� AT +42" W/ r� WOOD CAP 4' v c� �• I 6-0 BIFOLD II b a 1-5Y N 3'-5Y2 G I TYP. i i 6'-1" b �" I Tech Rm. II �1 RADON REDUCTION SYSTEM II °° xf--c.\ 5 TYP. D1 PROVIDE E,:',zz j e e TO ENSURE `1 oW HASAIX fi) PROPER EGRESS WIDTH 1 ��2-6 -6 SH i 1-9 CSMT 1-9 AT 6' 11 ABV. x 4-6 F EGRESS •4-6 F ? o1 IN TE F.F. :.—....j_ 1 I , 1_.•••••.x ` N♦ I I 3'-0^ 4'-1" a 5'-0" # 5'-0^ EXTENT OF 7_1^ 10'-0" 2'-0" 1-HR EXTERIOR 18-1^ WALL. 3/01 UNIT E-5(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 4 of 53 19'-1" i 2'-632 .'-1; 15-51/2" x 13/4" 15'-33/4" 0 i I 1----q COMMON r ROOF ABOVE WALL {ate_—_—_—.—_—_ . ; 42" GUARDRAIL 7 4'-(%" 5'-O)" 6'-43z" D6 {FLOOR { ABV. III In 2-915-0 SH\Deck1-0 6-10 F OVER Eo. 'SAFETY 6-0 6 10 SGD �♦ Ark .'.- 0 LO I N ? : 2x6 WALL W/ R-21 BATT INSUL. N N ♦ r i j FACTORY-BUILT In I O20 DIRECT-VENT GAS FIREPLACE 4 VENT UP THRU LOW ROOF ..._ D4 ,-%-4-1I k a TILE HEARTH pl I int (OPTIONAL) 7 1 i.. " i INSUL. FLOOR JOISTS AND ROOF RAFTERS I _ i" ROOF AT F/P ENCLOSURE II N BELOW^ 1 e Living INSULATE FLOOR OVER =' o I n UNHEATED SPACES il o 1=♦ RADON _ r i--SY, 3'-10" " 3'-4}12" 3'-8" 2'-6" REDUCTION e SYSTEM (-7-, •--7- ‘1"s, & - 11 1 o N ,. ,li \ • V •0 4 VZ--2---i U ( I fN o 11 o Iin I Nv'T° f2::6 I FLOOR OQ 11 `01 a BELOW I' -n L-LOW WALL AT - 3;4 " In „ 1 +42” A.F. �� SEE SHL I 'o ao N U4 FOR STAIR L _ Kitchen I I' DETAILS 1 � n j pW a2 D I II 1 N : I 'I ,© Iil el • i � /�I , . ♦ 1 \ d m 6" + N 2'- " t---- I = UP 1 6Y i 18 n CONTINUE PARTY WALLI. - _ a_1 D4 GWB THROUGH FURRING 11 ...-=-• 1- -3 TYPICAL iI e I. o ;� I D e� Din.,... _ I. Pwdr. 1 �1 _,.6 RADON •C II 1 REDUCTION SYSTEM II ♦ �� =---YJ ,, 0 2-6 3-0 F 1-9 2-6 4-6 1-9 I o 1 AT 6'=11"ABV. 4-6 F CSMT 4-6 F N PWD-. F.F. ......... N 8 1 1 i EXTENT OF EXTERIOR WALL. 3/01 3.-3" 2'-2" 5.-0" 5,-0" I 5'-5" 11'-6"� 10'-0" 2'-0" 19'-1' UNIT E-5(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 5 of 53 19'-1" a—t" 15-0" I COMMON i { ' S-10)/4" M 2%q" 1 WALL F. DECK ABOVE I ------------- --F-1 1 / 0 ' 6,-8" i• 8._4" In T �� 10-017-0 SOHO AM Garage9 Medi. U OCCUPANCY 0 _WALL FINISH: %," MB r : SIM. CEILING FINISH fib" TYPE 'X' GWB 9 I I --- -FIRE TAPE-AGWB • R3 CUP•I WRAP BEAMS BELOW CEILING LEVEL. i DIRECT VENT GAS INSULATE FLOOR ABOVE. WATER HEATER i FIR ' ACE. ABOVE ® DOORS SHALL BE I SELF-CLOSING DIRECT VENT GAS TURN. A ` 2O. MIN. RATED I FURNACE bl i:: I _Ank _ RADON I REDUCTION II }NSULATE 47 SYSTEM I I 1 UNDER a � 1 1I STAIRS In I I I F}RR DOWN FOR DUCT RUN 04'-1"I♦ -212 9-9Y2" S A. 11' 1 I WOOD 1READ, MAX. RISER •—T= LYP 8" (ADD OR REMOVE m o i e - —STEPS AS REQUIRED PER -I o I- ?--- --,SITE CCNDIPON •I "' _ — -- ' II • n of : t `oi �/\(\/7�0�//�� j In = = N S v' p S x I N F V) ABath m o SIM. o t a p:of > o Ark.n I +36" RAIL ° m i = - - 'WY & PICKETS ° — + • 4+ I I _24'19 p c,in � kr, N o e a 6x6 j I 2-6 HC I LOCATE PLUMBING Ikr_0 - UP i ROUGH-IN ACCOUNTING o- Entry I FOR (2) LAYERS GWB ! aAT PARTY WALL -4--------> �°,75,.._ a 2,_8• '-11Y2 2'-OY21 7-3)12"1 145- edroom 3N_ o o o N + R3 OCCUPANCY I 10 0 3 N N N d a m II n 0 n li �� 9111 I 02 REDUCRADONPON '® j I SYSTEM NO �- N 2-1Y2 k2-1Y2 a 5 004E 6 SL .......� of N I i 1 1 I N Porchfill AT ISTEPS ] I I 9 5-0" 5-0" 10Y2 k 4'-3" 1 '-79/2 "' 10'-0" 2'-0"# 19'-1" lr UNIT E-55(A) LOWER FLOOR PLAN 1/4"-1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 6 of 53 SHEET TITLE: SEISMIC OVERVIEW CT PROJECT#: Unit E5(A) Step# OSSC ASCE 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.10 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 7 of 53 SHEET TITLE: CT PROJECT#: Unit E5(A) Sos= 0.70 h„ = 25.92(ft) SDI= 0.44 X= 0.75['.ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1'ASCE 7-10(Section 12.8.3) TL= 6ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RAE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 25:92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030' 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8:92 8.92 693 0.030'' 20.79 185.4 0.17 0.81 4.79 lst(base) ', 8.92 0:00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E11.4= 4.79 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 8 of 53 o SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(A) co IN N-S E-W o F-B S-S IBC ASCE rn Ridge Elevation(ft)= 44:00 40.00 ft. w Roof Plate Ht.= 25.92 25.92 o Roof Mean Ht.= 34.96 32.96 ft. - - IN Building Width= 19.0_ 40.0 ft. o Basic Wind Speed 3 sec.c ac= 95 95 mph Figure 1609 Figure 6-1 v' Exposure= B B N So lw= 1.0 1.0' Ref.ASCE 6.5,5 Section 6.5.5 Table 1-12 w W Roof Type= Gable Gable Io PS30 A= 16.1 16.1 psf Figure 6-2 Ps3o B= 11.0 11.0 psf Figure 6-2 csPs3o c= 12.9' 12.9'psf Figure 6-2 0 o Ps3o 0= 8.9 8.9;psf Figure 6-2 co n N= 1.00 1,00` Figure 6-2 Ke= 1.00 1.00' Section 6.5.7 windward/lee= 1.00` 0.61,(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*Kn*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*l*p3o= (Eq.6.1) PsA= 16.10 9.82 psf (Eq.6-1) PsB = 11.00 6.71 psf (Eq.6-1) Ps c = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) PS Aand C average= 14.5 8.8 psf Ps B and 0 average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1,00', 1.00 1.00` 1,00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 ('a(1) AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 m kips kips kips kips co 0 M (r 0/.) SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E5(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) V(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof 25.92 25.92 0.00< 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.000.00 0.00' 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00', 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(SS)= 9.93 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(SS)= 9.93 kips kips 16039 2016.03.02_Lots 29-33_Calculations.pdf Page 10 of 53 Design Maps Summary Report aliums Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) 7kP7 .-..../..'.14"1;: it l--v:m ;':'1':,4: ..,,,,,:. Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III At ..yam -}4rj4 If7 k tp x , MIL s s • ' ; ,,„, - ,t-7---,' , ' ,,' *„ -'-' ,'"'„ ,,, gegg .y.e{{ Cg 5 i. ;.,. Z ! firyg y p`,, , 6� USGS-Provided Output S5 = 0.972 g SMS = 1.080 g S°S = 0.720 g Si = 0.423 g SMI = 0.667 g Sol = 0.445 g For information on how the SS and SS values above hive been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEw Respct s Spectrum Design Responsespectrum a ea 10.100 4 a►o 41..72 ow 0 0.4 0.54 0,77 6,00 324 xs 4�40 1 0.44. , o, 2 010 0.22 0,11 0.00 0.°0 0.00 0.20 0. t4 41.541 4). 9 l.tlp 1. 1.40 1_So 1.00 0.00 0. 4I 40 0.5$i o. 3 1.r 1.20 1,40 i.5C3 I...go 2.00 Petr,T(i*c Perk d,T{sem) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 11 of 53 16039_2016.03.02_Lots 29-33_Calculations.pdf SHEET TITLE: LATERAL F-B(front to back) CT PROJECT# Unit E5(A) m Diaph.Level: Roof rn Panel Height 8'ft. Seismic V I= 2.36 kips Design Wind F-B V i= 3.38 kips Max aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.36 kips Sum Wind F-B V i= 3.38 kips o Min.Lwall= 2.29 ft. Ir- O per SDPWS-OS y Table 4.3.3.5 Wind Wind EQ. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Unet Uaum OTM ROTM Unat Usum Unum HD Grid ID T.A. Lwall LDL eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Iw (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) a (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) � A A 0 0.68 0.00 0.47 0.00 x.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0. �; A A.3b f 206.9 10.0 10:0 1.00 0 1.01 0.00 0.70 0,00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.61 0.00' 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 0 0 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 '11.7 11,.7 1.00' 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.62 693 44.3 44.3 =Leff. 3.38 0.00 2.36 0.00 EV�;nd 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB m co co O M Ot w o SHEET TITLE: LATERAL F-B(front to back) m CT PROJECT#: Unit E5(A) I 18 Diaph.Level: 3rd(uppr) cs Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V I= 2.41 kips w Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V i= 6.79 kips Ib Min.Lwall= 2.57 ft. I I- o per SDPWS-08 N Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. I�caGrid ID T.A. Lwall LDL are. C 0 w dl V level V abv. V level V abv. 2w/h v f Type Type vi OTM ROTM Unet Ueum OTM RoTM Unet LimanU..m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) m E' A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 Hm A A.2b 0 10.0 10,0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B v .2a 346.5 6.0 6,0 1.00 0.00' 1.21 0.00 0.81 0.00 1.00 1.00 135 P6TN P6 201 7.30 0.00 1.37 1.37 10.85 0.00 2.03 2.03 2.03 n B B.2b 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 PSTN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 OM 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4 =L eff. 2.41 3.38 1.62 2.36 1.00 13 tp EV„,nd 5.79 EVE0 3.98 m Notes: * denotes a wall under a discontinuity w ** denotes a wall with force transfer o *** denotes a TJSB cn w SHEET TITLE: LATERAL F-B(front to back) i! CT PROJECT#: Unit E5(A) w m I Diaph.Level: 2nd(main) c Panel Height= 9 ft. Seismic VI= 0.81 kips Design Wind F-B V i= 2.53 kips w Max.aspect= : 3.5'SDPWS-08 Table 4.3.4 Sum Seismic Vi= 4.79 kips Sum Wind F-BVI= 8.32 kips o Min.Lwall= 2.57 ft. N I� o per SDPWS-OB rn Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. N Unet Usum OTM ROTM Unet Usum Usum HD 4 w Grid ID T.A. Lwall Loi erc Co w dl V level V abv. V level V abv. 2w/h v i Type Type .(82v i OTM ROTM Iw (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip ft) (kip ft) (kip) (kip) (kip ft) (kip ft) (kip) (kip) (kip) n m � A A.1a ' 0 6.8 6,8 1.00 0,15' 0.00 0.41 0.00 0.29 1.00 1.00 43 P6TN P6TN 61 2.59 3.08 -0.08 0.57 3.72 2.28 0.24 1.64 1. m A A.lb 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN P6TN 61 8.01 29.30 -1.06 -0.74 11.49 21.70 -0.51 0.62 0.62 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 to B ala 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.42 9.26 0.00 2.14 4.17 4.17 n B B.lb 202.1 7.0 7,0 1.00> 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.06 0 0.0 0.0 100 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C1a 109.8 11.3 11.3 1,00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C' C.1b 48.8 5.0 5.0 1.00' 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C'_ C.1c 187.9 '19.3 19.3 1,00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 p 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,001 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - - 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 •0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 s 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. 2.53 5.79 0.81 3.98 'Vxnd 8.32 EVEQ 4.79 N m Notes: * denotes a wall under a discontinuity a ** denotes a wall with force transfer o *** denotes a TJSB cnw En o SHEET TITLE: LATERAL S-S(side to side) I o CT PROJECT#: Unit E5(A) o Diaph.Level: Roof co Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind F-B V I= 4.04 kips Boa Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.36 kips Sum Wind F-B V I= 4.04 kips o Min.Lwall= 2.29 ft. N I o per SDPWS-08 it) Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. 'f" Wall ID T.A. Lwall Loan. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row U„ei Us„m OTM ROTM U„et U,,,, Um,, HD IW (S9it) (ft) (ft) (kit) (kip) (kir)) (WO (10) P (Pln (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip ft) (kip-ft) (kip) (kip) (kip) C) °' 1 1.3a 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 c 1 1.3b 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 075 262 P4 P6 337 471 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 y°^ - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 4 4.3a 173.2 2,0 110 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 471 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 4 4.3b 173:2 2.0 10.0 1:00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 471 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 693 10.0 10.0=Leff. 4.04 0.00 2.36 0.00 EV,„„d 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB m co co Ui 0 0, w cr.:. SHEET TITLE: LATERAL LS-S((side to side) w CT PROJECT#: Unit E5(A) m iN Diaph.Level: 3rd(uppr) � Panel Height= 9'ft. Seismic V i= 1.62 kips Design Wind F-B V i: = 2.87 kips O Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 6.92 kips �' Min.Lwall= 2.57 ft. 0 N io per SDPWS-08 rn Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. EQ. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LQi*e. C a w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan U*= U,,,m OTM R0TM U„,1 Uwm U,,,m w (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ff) (kip) (kip) (kip) iii1' 1.2a 56.83 3.0 3.0 1.00 0.20' 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 J 1.2b 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 m 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4,0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 N - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 14.0 14.0=L eft. 2.87 4.04 1.62 2.36 2:V„;„e 6.92 2;V EQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer -v *** denotes a TJSB m Co m a 0 0, CO Cil SHEET TITLE: LATERAL S-S(side to side) co CT PROJECT#: Unit E5(A) oI ors' Diaph.Level: 2nd(main) co Panel Height= 9 ft. Seismic V I= 0.81 kips Design Wind F-B V I= 3.02 kips O w Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 9.93 kips • o Min.Lwall= 2.57 ft. N I o per SDPWS-08 HD N Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. mWall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„e1 Limn OTM RoTM U„e, U=,„, U,,,0, ICs) w (s9ft) (ft) (ft) ( ) (kilo) (kip) (kip) (kir)) p (Pif) (Plf) (kip-ft) (kilo-ft) (kip) (kip) (kilo-ft) (kip ft) (WP) (kip) (kip) () 0 1 1.2a 108.9 5.8 5.8 1,00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 186 P6 P4 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 11.00 c 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278 P4 P4 361 5.01 0.81 1.80 5.91 9.76 0.60 3.93 11.68 11.68 94 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N 2 2.3a 346.5 4.0 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.95 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1..00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (7 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=L eff. 3.02 6.92 0.81 3.98 EV,„„d 9.93 EVE0 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB w co o J O M 03 JOB#: Unit E5(A) ID: 4.3a&4.3b w d1= 150 plf V eq 1177.6' pounds V1 eq= 588.8 pounds V3 eq= 588.8 pounds V w= 2020.5 pounds V1 w= 1010.2 pounds V3 w= 1010.2 pounds — ► v hdr eq= 117.8 plf --► •H head= A v hdr w= 202.0 plf 1 V Fdragl eq= 353 F2 eq= 353 A Fdrag1 w= :4• F2 . 606 H pier= v1 eq= 368.0 Of v3 eq= 368.0 plf 5.0 v1 w= 505.1 plf v3 w= 505.1 Of feet H total= 2w/h= 0.8 2w/h= 0.8 9 • Fdrag3 eq= F4 e.- 353 feet A Fdrag3 w= 606 F4 w= 606 P3 E.Q. 2w/h= 1 P3 WIND Hsill= vsill eq= 117.8p/f 3.0 EQ Wind v sill w= 202.0 Of feet OTM 10599 18184 R OTM 6750 5000 • UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 12= 6.0 L3= 2.0 Htotal/L= 0.90 ► 4 ►1411 ► Hpier/L1= 2.50 i ► Hpier/L3= 2.50 L total= 10.0 feet 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 18 of 53 JOB#: Unit E5(A) ID: 4.2a&4.2b w dl= 150 plf V eq 1722.2 pounds V1 eq= 861.1 pounds V3 eq= 861.1 pounds V w= 2986.3 pounds V1 w= 1493.2 pounds V3 w= 1493.2 pounds -___•. ♦ v hdr eq= 172.2 plf ► •H head= A v hdr w= 298.6 plf 1 v Fdragl eq= 517 F2 eq= 517 A Fdragl w= ;16 F2 . 896 H pier= v1 eq= 538.2 plf v3 eq= 538.2 plf 5.0 vi w= 746.6 plf v3 w= 746.6 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 • Fdrag3 eq= F4 e.- 517 feet • Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 172.2 plf 3.0 EQ Wind v sill w= 298.6 plf feet OTM 15500 26877 R OTM 6750 5000 • UPLIFT 972 2431 UP above 428 1465 UP sum 1400 3896 H/L Ratios: L1= 2.0 L2= 6.0 L3= , 20 Htotal/L= 0.90 4 0 I 0 4 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 10.0 feet 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 19 of 53 JOB#: Unit E5(A) ID: 4.1a&4,1b w dl= 150 plf V eq 1975.4 pounds V1 eq= 987.7 pounds V3 eq= 987.7 pounds V w= 3928.7 pounds V1 w= 1964.3 pounds V3 w= 1964.3 pounds v hdr eq= 197.5 plf •H head= A v hdr w= 392.9 plf 1 v Fdragl eq= 494 F2 eq= 494 A Fdragl w= •; F2 . 982 H pier= v1 eq= 395.1 plf v3 eq= 395.1 plf 5.0 v1 w= 785.7 Of v3 w= 785.7 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= ,s4 F4 e.- 494 feet A Fdrag3 w= 982 F4 w= 982 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 197.5 plf 3.0 EQ Wind v sill w= 392.9 plf feet OTM 17779 35358 R OTM 6750 5000 • • UPLIFT 1225 3373 UP above 428 1465 UP sum 1653 4838 H/L Ratios: Ll= 2.5 L2 5,0 L3= 2.5 Htotal/L= 0.90 4 0 4 *11 Hpier/L1= 2.00 Ai ► Hpier/L3= 2.00 L total= 10.0 feet 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 20 of 53 SIM. Ai irk NEP Nir r F --1 a 4x12 HDR w o \i in c1', I ' ® HUC416 HUC416 o i p _ 13'4x20 LVL YB m -m--m- ram L hE ix10HDR C .1 1 •.• a 22i 1 i I FLOOR OT i I I I I III cc ini,r 20" OPEN W B JO, S :� 19. " O.C. _ TYP. G. r , FLOOR GTJDRA II TRUSSr(1'59.�___ I ,I guy STEL - I c 1,I 2 x6 AT MOW 12x O.C. III I m • . 13;"x20"LVL;FB I Ur o & STAIR FRMG. 11111! (2) 2X70•1/A 1 2x6 LEDGER, LDGER AT LAND NG UP TO Ell I TYP. U.N.O. ,: ��I I /wwimmi... iMi___Ziimmum,, , , i rilit!! In i RAISED �� �'��� I I I 11111111111111 PLATEI�I ManiIMMIlliom INIII I 4,•.4LANDING/POWDER ' I I ° i i AT +i'-23i' I ABV. MIDDLE F.F.74---4 "I L j EXTENT OF I RAISED FLOOR 2' 1 'AISED LR. (DOT FILL) 134"x20 LVL FB I --;rr rvo>. SEE BELOW I II GT ABOVE (41,, I iI I UP TO 6X6 %-/%- "Ai. I BED 2 J HD' UP TO •y TECH. –' 2x10 I LEDGER HDR UNIT E-5(A) UPPER FLOOR FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 21 of 53 73 i I 1 I ..,-----1 . (2)2x1 0 F8 1 1 UB5, _ILi77.:77.." o ,II.I SIM gip . 1 i : 7".. i OVER-FRAMING PLAN TO MATCH HT. OF RAISED FLR. I R A I S EDup PFEL RO OF IR OAOTR+1 WALLS4 Y" 4 2x1 0 @ 16 ((31 'II I.I ::.. i2 i- 0.0 1W. ‘ .1, `III.I-I.S,..: I S9.3 I -- ;I.'I::.' 1 2x6 LEDGER 1 r:.:•;:IIII1 :4.75" STEP I 1 1 UB6- I E 4:k HDR I 1 1 qiiir 1 . I I 7 S9.3 RAISED UPPER FLOOR UNIT E-5(A) FRAMING PLAN 1/4"-1 I-0" TECH.ROOM Page 22 of 53 16039_2016.03.02_Lots 29-33_Calculations.Pdf 18 fib POST ABOVE S9.2 111211, POST ABOVE EDGE OF DECK ABOVE 6x6 P.T. POST W/ [ r ACE6 CAP, T1P. U ti F;T 6x12 FOR au o MB6 _ 4x8 FB a® ip_p BLNDL-� STUDS { ACOVE 6x6 1 1,x8 LEDGER r _1__LI__4,1-�1_ - —S1_ a _ G41- :� 2X TRUSSES / a-::ai°I © 3Yz x10 CASCADE AT 24" O.C. GT OGT 6x6 o LOW ROOF 1 'Lj ABOVE SL HDRf1t1 6,6 o ABOVE H2.5 TO :EAM UP TO �I % 3I x i &G, LIVING SIM. BEAM FB H -10 ~ o , o Ec I` ..+- GT ABOVE w rom N~ I U N F/, l�l xW L. io I �• 6 3 / I nm H '10 " --�- 1 I S9.2 T1P. >.- ✓ A ol I 11 AT BLDG. a T 4 I -T _3Yi(9Y2" :IG _ 59. STEP �- / , i BEAM FB t , I I N 13,"x9Yp I I 1 RIGIDLAM LVL FB / GT ABO " ill H2.5 TO BEAM I� �� I ♦ I` . 1 ••NT. 534"x11rt' BIC BEFM TIO- Y` E4 �O LEDGER I L� r� 6x3 PO.T 515 - -� 134"(9)5" RIGICLAM �° LVL FB LANDING F.F. AT +7'-0" 1 4x4 PO FROM +7'-0' ABOVE LOWER F.F. "_E \i I TO +8'- " ABV. LDW F F. SIM. 2x6 AT 16" O.C. j 1 STAIR F'MG. 3 i 1 K914" RIGICLAM LVL FB k� 1 314 934" :IG .1'. ' � 4 Kim FB —-t--_ _ , � t -1 BUNDLED STAIR . • , ( r 1 I STUDS ABV. FRAeNG i"<: — ' / It A ;1 , DR I L I i I I I I --I L �-'I HU41Q I i I RAISED FLOOR \, '�� -�M31 f I (DOT FILL) 6x6 '" HDR SEE LEFT I i BIG BEAM.6 Q3 i , , 11N10 e GT ABOVE HDR • I ON TO MB$ UPTO DIN/FAM. MB3 e UNIT E-5(A) MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 23 of 53 (2)2x10 FB TOP CO +10'-1Y4 mk, Lan" I \(3) 2x +Y4" PLWD. l UNDER (2) 2X10 WALL EDGE OF TJI n I TO ONRA SED SUBFLOOR BENEATH I' STE14.75P" FRAMING PLAN I , TOP TOP OF JSTS ' 0+10.-1Y" 2 1' I „.. EDGE OF TJI • 1:" •C I I j� MIDDLE FLOOR WALLS i SUBFLOOR I j )1 1, BENEATH * _J I :4.75" PLATE +8'-1" #=�� 2• • • STEP I I Ii111 �a`�91 !0 LEDGER HOEDOWN STRAP / I . :y ':' ® +10'-1Y4" l I FROM ABOVE ———— 13 f I S9.3 12 PLATE +8'-1" 59.3 UNIT E-5(A) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16039_2016.03.02_Lots 29-33_Calculations.Pdf Page 24 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 1 �.,. :e 11 c ,r ,, . " .€ .q `:� 5 s ® 7 1 1 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams w�BpaI C est[ ` UB1 Typical Header ` * * . . �* cu t r2 D5I DS I802006.t802017,ASC I-$5 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary Max fb/Fb Ratio = 0.635: 1 Wo1PR%RI' fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 a 2-24 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Deft Ratio 852>180 d�lgr: UB2 Header at Cantilever W°61:1 Bean ss4s-... Pair 21; NDSf li3Zf '`C BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 036 50a6eg 05) Max fb/Fb Ratio = 0.347. 1 ub fb:Actual: 352.07 psi at 3.250 ft in Span#1 ` >> Fb:Allowable: 1,013.55 psi � � Load Comb: +D+L+H Max fv/FvRatio= A .179: 1 - fv:Actual: 260.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n 2-2.8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Lr S W. E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220>180, 416deni 1?eslgrl UB3 Header at Living ¢, i atc t*l is ler ZOOS NDs IBC 2l 16CCBC 2°P.'130 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary g p��g6 D: 0 tb Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H '' Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 It,4210 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D 1U. S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 25 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 `. ars t , Lic.#: KW-06002997 Licensee.c.t.engineering ." a B am 9 664 Deck Beam ! zo 7-0 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 kift,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0 0720 S(010) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H • • ♦ Max fv/FvRatio= 0.313: 1 15.0 ft, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Max Deflections Load Comb: +D+S+H Max Reactions (k) D L Lr S w E Li Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 al beifigi 3 UB5 Beam at stairs A + l *; .ma k * " v X 'X ...,, A d tiG3s, B Ot . BC BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft D 0.09750 L 0.260 Design Summary '1�::: Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 Sipat 1.750 ft in Span#1 Fb:Allowable: 931.44 psi � ��� Load Comb: +D+L+H A Ill Max fv/FvRatio= 0.126: 1 A fv:Actual: 18.94 psi at 2.730 ft in Span#1 3.50 IL 2-2x10 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Ptigid E434tri 0001111 UB6 Header at stairs8C f07 -E iftiS L- .`use. •Wi, ... BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary &R .,i-c91° ) Max fb/Fb Ratio = 0.199; 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 a, Fb:Allowable: 1,017.19 psi 1111 � Load Comb: +D+L+H A A Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 a.Ott 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849>360 Total Deft Ratio 5486>180 16039 2016.03.02_Lots 29-33_Calculations.pdf Page 26 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#:KW-06002997 V .,. „ .. ,. ., `,�, .;,, „; 1 ..;;,e � Licensee:c.t.engineering Description : Main Floor Beams am flegigln` 'MB1 Interior Header I ,t41641itilorti '2098 t 2081 CSC I1WAS;E 7-08` BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D 0.30 LOBO Max fb/Fb Ratio = 0.555; 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.011,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Vy.eo*Biampesip MB2 Flush beam at stairs fIC � �,% .� ,� ' ` .'� 207,ASCE�`rtf8 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913 1 •=)L 1)Od0 fb:Actual: 848.86 psi at 1.400 ft in Span#1 'ia- Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189>180 ood Beath D si n MB3 Header at Bay Window .A( * 04, 74' r Catc*Ado i er2105 DS IK,2. Brh„200 ASCE iT-48 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.934. 1 6.10°311 `tE3 8) fb:Actual: 868.57 psi at 1.467 ft in Span#1 • Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.820: 1 A• • fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.011,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590 >360 Total Defl Ratio 1155 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 27 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 ; : a/ � fl • y 1�L`�� 'g�,.mei „„9 , ,... , Licensee.c.t.engineering Lic.# KW 06002997 {o eltlffe; �1 MB4 Flush Beam at Garager 5 N SAE 2006 �, ACE BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary ,. „- Max fb/Fb Ratio = 0.605; 1D 0150 L 040 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 : Fb:Allowable: 2,866.74 psi Load Comb: +p+L+H .. .,• .. i Max fv/FvRatio= 0.455: 1 N:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 W o B a C;egf MB5 Garage Door Header r zo0S, c cc rs BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Point D=0.220, L=0.240, S=0.180 k @ 1.0 ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary Max fb/Fb Ratio = 0.708; 1 D(0.1238)L(0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H • " • Max fv/FvRatio= 0.513: 1 A A N:Actual: 148.83 psi at 0.000 ft in Span#1 10.50 ft, 3.125x10.5 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H 0 Downward L+Lr+S 0.240 in Downward Total .343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525 >360 Total Defl Ratio 367 >180 B anna 3f` MB6 Deck Floor Beam �' i -, \: *. �'.\�. � ai 'ulat+`tt1d.5�r '.boosyi ..�"r0: BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pr!! 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D(0.06750)L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi . _ . ..,�__�_... . �,.. � ..... Load Comb: +D+L+H • •A A Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 N:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 28 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 3 Lic.#:KW-06002997 n ,,,,. Licensee c t engineering V ;r'Beat Desig MB7 Double Joist at perpendicular joists ,y i4 r 'k° ' `.-. kui+�S p .fi h�5, ,C ?t ,dgip . BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 DRi11838 -0O O) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi , Load Comb: +D+L+H Max fv/FvRatio= 0.064: 1 •• • A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 n, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W Eh Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support 0.06 -0.17 Live Load Dell Ratio 2606 >360 Total Defl Ratio 1895>180 � �� + � Beam at Entry(A)only �' MB8 :" i : �utat10 s P�+t'2005"-s,IBC 06,CBS 20D7, :SC1 7--" . BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Desiqn Summary D(0.VA le.20) Max fb/Fb Ratio = 0,389. 1 fb:Actual: 406.66 psi at 2.500 ft in Span#1 Fb:Allowable: 1,044.86 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 a,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628>360 Total Defl Ratio 1844 >180 Vaud B im ;es jgn; MB9 Beam at Entry(D)only *0 N. 4( 4 t alci€I rns Pert405"fiiDS,16c290 , C 40071,Asce7 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413; 1 D 0.0750 L 0 20 •mrm....1er�>_r<� fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 � Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H : �. . .._ ..__ a . Max fv/FvRatio= 0.603: 1 A ID A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr a W Eii Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 29 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 �. 1 . ' ' 6 !".:::;f. , `,, , �,, . ami e (,4,0'„,-;ea I4. l % ! : .:5 -''' 3 f„ S y Licensee':c.t.engineering Lic # KW 06002997 Wodea ,it MB1a0 Header at BR3 (D Only .G �s rO ;tit' :IEG 2f10�132fl0`{y AscF. $, BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pril 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi ADD ed Loads Unit Load: D=0.020 klft,Trib=4.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary • o o szo Max fb/Fb Ratio = 0.521; 1 ��!""`1"' O fb:Actual: 1,977.56 psi at 1.018 ft in Span#1 Fb:Allowable: 3,795.92 psi Load Comb: +D+W+H • • Max fv/ FvRatio= 0.870: 1 A A fv:Actual: 368.97 psi at 0.000 ft in Span#1 6.50 ft 3.125)(9Fv:Allowable: 424.00 psi Load Comb: +D+W+H Max Deflections Max Reactions (k) D LLT S w _ H Downward L+Lr+S 0.038 in Downward Total 0.164 in Left Support 0.65 1.04 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.04 1.17 1.19 Live Load Defl Ratio 2062 >360 Total Defl Ratio 477>180 16039 2016.03.02_Lots 29-33_Calculations.pdf Page 30 of 53 C T E N G I N E E R I N G 180 Nickerson St. suite 302 I N C. Seattle,WA Project: Date: 98109 (206)285-4512 Client: l'AX: Page Number: (206)285-0618 TIP i:% � 4co ' td►pi - 51756ers ,..,\-• ( ------- 74-144p- -- _..___.k., 1 1 i i iiii--).- I ''-ii� i g P 1^ ` t t Iw AldIyy fCp iff LA (25rtS' • ----- (4-)(0693-4.1) 4- 2( )e2)( i- ..)`-(Z Jc 9-PTD 99 e -- -- (1-71--.31)(7-9 .--- 266 L.. 1456- M►N. Gni w)10, - TYR- a„ e)7k 066145 ' 6\x l 5r -P-_ ---4,04--) i -i - c-(4.0.1-15\ 2(33 0' s 2137-• _ cSv C�-tre LIZ 0 ✓---- 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 31 of 53 _ Structural Engineers ROOF BELOW 15-4" r 1 8 9'-8" 70Y2) 2.-5" �32r Q COMMON WALL- 4'-9Y2 x 4'-1032" CL COMMON WALL EXTENT OF I 6-0 4 0 SL �� I 1 HR 0 EXTERIOR b ' WALL. 3/01 -.---'�"s, EGRES . i �I ` WALL BELOW I II INSULATE FLOOR I OVER UNHEATED SPACE I I Bedroom 2 N a II a aIa m N I - 'i OI D7 c ll II i 1 8-432 3�I S SH. m 22"x30" ATTIC ACCESS i 18 ' ll 24'TB = 1 r,D, I IV o Bath a 1 111 jID 2 li �� • II T a1 ® Milk li T Ail SHOWER I I w , 0 1' a V"1 i I ' -;11 J1 - 1 M. Bath Ems' I ,I LOW WALL 4'-103/4" i 42" A. F. 11.24 SEE SHT. 1 m I ^3 li rn I; Q FOR STAIRUS DETAILS 11 1 RADON REFIUC11ON:SYSTEM. I. 1 iI 5 Ack I VAULTEt1 CEILING N Ur P R USS < i, y �' Bedroll rT' 1' 11 IlIPROVIDE EGRESS HINGE: 7 �I TO ENSURE.:WINDOW HAS: 'V' i I PROPER EGRESS WIDTH: 1 „' ......... EGRESS 1' ........E 0 1-9 2-64-6 1-9 Am VI I EXTENT 4-6 F CSIIT 4-6 F Iv OF 1-HR I EXTERIOR 4'-11" k 4.-9 i WALL .1.-B., g•_8^ 1-7 2'-5. 1 UNIT K-5(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 32 of 53 15'-4" 1. 11'-103/4" �' 3'-5y" COMMON WALL RQ.QE A c!VE_- -� i, I Ni L1 iy� m. f---q. COMMON WALL in 6i1. � © I Deck i f FLOOR;ABOVE Its 1-6I�-0 SH 6-0 6-10 SOD SAFETY OLAI " 0 I1 m II �1 Living I� ® 1 ., Ii T11 TILE HEARTH IL--s- II t II (OPTIONAL)-+II II 1 FACTORY-BUILT I ,IDIRECT VENT GAS FIREPLACE-- m I II INSULATE FLOOR OVER D Q v ll It UNHEATED SPACE • N II Ii I� II II I Nal DT DN f Dining _ II I� -CONTINUE COMMON 1 1I " WALL GWB i THROUGH FURRING LOW WALL o 3'-2" '0 TYPICAL 42" q,F.F._i II m I, I Ur 1' - n iI J 2.-8 FLOOR SEE SH T. 1111 t U8 FOR STAIR axe ( o I DETAILS RADON .7,- MI I 1I MITIGATION 1, I1 I p VENT STACK �I OPEN RAIL 0/PONY WALL: II I N UPe 1 TOP OF WALL +22" A.F.F. TOP OF RAIL +36" A.F.F. II o I I `01 a a"""""o Il s e IIQ° a p telt II II _ k 2.5 + 3.1}2 3-lly2• 4 N I _I • 4 1 I I WALL BELOW. II -- II I ^ INS. FLOOR `li LIl I OVER UN- I I DW I ; HEATED SPAC F L -o----- a�a I -"'"""I I II I 1l•a•--: 1-2 2-6 F OF 1-HR EXTENT I 49 4-1-69F 2 CSA11 6 41--6g; m I EXTERIOR I i WALL. 3/01 I 4'-10" } 4'-10" {I r Y 15'-4" UNIT K—5(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 33 of 53 15-4" 4' 11'-103/4. 't3'-5Y4 I CE COMMON WALL DECK ABOVE Ib f qCOMMON WALL I N 0 � i �, 9' 9'-7" J si IL-I-�♦ I t ♦ _ 8-0 7-0 SOHO m 2 427 Garage U OCCUPANCY WALL FINISH: 36" GWB CEILING FINISH 7i ® m " TYPE 'X' GWB b - FIRE-TAPE ALL DIRECT VENT GAS e GWB BELOW WRAP CEILING BEAMES WATER HEATER AND FURNACE LEVEL. INSULATI FLOOR ABOVE. DOORS SHALL BE I � I SELF-CLOSING ,_ — • 20-MIN. RATED N � e Dl 4-0 Mk. FURN: wsu! Me i R3 OCCUP.f II _ UP, STEPS �i o AS REQ'D a0 5'-10" 1:\3'-2" 2'-10 .3.-6" 1 n S & P qt 0 Pw . -doB RADONII11 �• F 1.,o— � REDUCTION L II ® NNRJ SYSTEM o II I� LOW WALL+36" •`'.s.'ABV. NOSING I II 1 W/WOOD CAP Il a I, Den R3 OCCUPp3 ,I o i� c� I N7I l I: m D2 II15 o Al 5-0 4-6 SI iv - - 0 -I ` SAFETY GLAZING ---_ I © FLa�f-op - o ( Iril '^ 1 6'-6" Jr I II II Porch I 4.-10-4,1? LL�,♦ I II I 8-7y ® 2-0- 3Y2 4-0 1 y r ♦ f I I k 15-4" Jr UNIT K-5(A) LOWER FLOOR PLAN 1/4"=r-0" ENGLISH REVIVAL Page 34 of 53 16039_2016.03.02_Lots 29-33_Calculations.pdf SHEET TITLE: SEISMIC OVERVIEW CT PROJECT#: Unit K5(A) Step# OSSC ASCE 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59 Figure 1613.3.3(2) Table 11.4-2 EQ 16-37 EQ 11.4-1 MS=Fa*SS SMS= 1.10 Sim=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 5D1=2/3*Skil SD,= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 35 of 53 SHEET TITLE: CT PROJECT#: Unit K5(A) Sos= 0.70 h„ = 25.92(ft) Sp,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020',ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= I ASCE 7-10(Section 12.8.3) T�= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T"(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sp,*TO/(TZ"(R/IE)) (for T>TL) 0.000 WASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/100.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) = DIAPHR. Story Elevation Height AREA DL w; w; *h,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.0301 20.79 538.8 0.49 236 2.36 3rd(uppr) 8.08 17.8317.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main)' 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 EV= 6.70 E/1.4= 4.79 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 36 of 53 p3 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE W CT PROJECT#: Unit K5(A) Ico N-S E-W p F-B S-S IBC ASCE Ridge Elevation(ft)= 44,00 40.00 ft. b Roof Plate Ht.= 25.92 25.92 co Roof Mean Ht.= 34.96 32.96 ft. -.. __ IN Building Width= 19.0 40.0'ft. - o Basic Wind Speed 3s. . .o.t= 95 95 mph Figure 1609 Figure 6-1 y Exposure= B B m Roof Type= Gable Gable IW Paws= 16.1 16.1 psf Figure 6-2 ps3oe= 11.0 11.0 psf Figure 6-2 lo o Ps3oc= 12.9 12.9 psf Figure 6-2 w Ps3oo= 8.9 8.9'psf Figure 6-2 o A= 1.00 1.00 Figure 6-2 y lc,. 1.00 1,00' Section 6.5.7 3 windward/lee= 1.00 0.00',(Exposed to wind load on front,back) N"Kr*Iw*windward/lee: 1.00 0.00 Ps=A*Kzt*I*q30= (Eq.6-1) NA= 16.10 0.00 psf (Eq.6-1) Pse= 11.00 0.00 psf (Eq.6-1) Ps = 12.90 0.00 psf (Eq.6-1) Pso= 8.90 0.00 psf (Eq.6-1) PS A and C.varap.= 14.5 0.0 psf Ps B.nd D average= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2"2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) WindE-W 1.00 1.00 'x.00 1.00 10 psf min. 10 psf min. ( ) DIAPHR. Story Elevation Height A5 AB Ac AD AA AB Ac A0 wind wind WIND SUM LEVEL Height (ft) hi(ft) h WIND SUM ft ( ) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 0.00 0.00 AF= 626.2 AF= 1318 6.3 0.0 V(n-s).. 8.32 V(e-w)= 0.00 kips kips kips kips m e3 W W V 0 (5' (J SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit K5(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof 25.92 25.92 0.000.00 0.00' 0.00 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 O p0 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(SS)= kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 8.32 V(SS)= 0.00 V(F-B)= kips kips 16039 2016.03.02_Lots 29-33_Calculations.pdf Page 38 of 53 Design Maps Summary Report EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III a F`"< uh d ? ,,,---;,..z &y gm 7I) 1 _ `3 �� „,,' . verto17 'L .-,: 7 3 a ' # ,,, . , . "1,"' 1,,,_ (11,),,:i ' >, ,,, —2:„, 3X.•.,. ti £ s s le- 10 x� R T r` g0 i ,,King City s h0m e " %, '''''''''',,1 �, ' ' � T- etlft rc ` -- ' 15 ,,.„i, P,,,i 00,,,.. �0,.a,w ...,--•,',,*..,-******---; , „µa di ' € . USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SD: = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE,'Response Spectrum Design Response Spectrum 0,00 1,10 0,00 012 012.5C Q tt 0,040 0. t St 0, Q In a . a 0.32 I 0,22 024 022 tr,ic 0,11 O:v 4,00 0.00 0,30 0.40 0.00 000 1. L20 1..40 _ `3.a0 1.40 I 2.00 0x.00 020 040 040 0,00 L 1.2* 1.40 140 140 200 P>f r o4,T(see) Period,I(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 39 of 53 SHEET TITLE: LATERAL F•B(front to back) CT PROJECT# Unit K5(A) 0 Diaph.Level: Roof o7 Panel Height 8 ft. Seismic VI= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips o Min.Lwall= 2.29 ft. per SDPWS-OB in Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. U Usum QTM ROTM Unet Ueum Valum HD fO Grid ID T.A. Lwall Lo�,fl, C o w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RorM ee� IW (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) PP: (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) n o� 2 A' A.3a 125.2 10.8 10.8 1.00 0.15' 0.61 0.00 0.43 0.00 1.00 1.00 40 P6TN P6TN 57 3.40 7.80 -0.44 -0.44 4.89 5.78 -0.09 -0.09 ?: A A.3b ` 96.09 8.3 8.3 1.00' 0.15 0.47 0.00 0.33 0.00 1.00 1.00 40 P6TN P6TN 57 2.61 4.59 -0.26 -0.26 3.75 3.40 0.05 0.05 0.06 A' A.3c 125.2 '10.8 10.8 1.00> 0.15' 0.61 0.00 0.43 0.00 1.00 1.00 40 P6TN P6TN 57 3.40 7.80 -0.44 -0.44 4.89 5.78 -0.09 -0.09 -0.09 0 0.0 0 0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00, 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00'' 0.00' 0.00 0.00 0.00 0.00 1.000670 0.00 0.00 0.00 0420 0240 0.00 B' B.3a 152 '10.8 10.8 1.00: 0,15 0.74 0.00 0.52 0.00 ..:=0000000 00 1.00 48 P6TN P6TN 69 4.13 7.80 6 6 5.93 5.78 2 2 0.02 B B.3b 194.5 13.8 13.8 1.00 0.15' 0.95 0.00 0.66 0.00 .00 1.00 48 P6TN P6TN 69 5.29 12.76 7 7 7.59 9.45 4 4 4 B' B.3c i 0 0.0 0,0 1.00 0.15'' 0.00 0.00 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 693 54.3 54.3 =Leff. 3.38 0.00 2.36 0.00 EV�nd 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB m CD 0 O 0 (71 G7 o SHEET TITLE: LATERAL F-B(front to back) Ico CT PROJECT#: Unit K5(A) o Diaph.Level: 3rd(uppr) cm Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-BVI= 2.41 kips w Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 5.79 kips O N Min.Lwall= 2.57 ft. I I- 0 per SDPWS-08 'o m Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. w Grid ID T.A. Lwall Loan, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM R U U U HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p orM net sum sum I� Z (PIO (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) S A A.2a 125,2 10.8 10.8 1.00 0.15 0.40 0.53 0.27 0.37 1.00 1.00 59 P6TN P6TN 87 5.75 7.80 -0.20 -0.64 8.38 5.78 0.26 0.17 0.17 y°: A A.2b 93.18 8.0 8.0 1,00 0.15 0.30 0.39 0.20 0.28 1.00 1.00 59 P6TN P6TN 87 4.28 4.32 -0.01 -0.27 6.24 3.20 0.41 0.46 0.46 A A.2c 180.5 15.5 15.5 1.00 0.15 0.58 0.76 0.39 0.53 1.00 1.00 59 P6TN P6TN 87 8.30 16.22 -0.53 -0.97 12.09 12.01 0.01 -0.08 -0.08 o• - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 6.2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.36 0.00 0.00 0.00 0.02 0.02 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.57 0.00 0.00 0.00 -0.14 -0.14 B B.2c 353.6 25.0 25.0 1.00 0.15 1.13 1.69 0.76 1.18 1.00 1.00 78 P6TN P6TN 113 17.44 42.19 -1.02 -1.02 25.39 31.25 -0.24 -0.24 -0.24 - - 0 0.0 0.0 1.00 000. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000, 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 752.5 65.3 65.3=L eff. 2.41 3.38 1.62 2.35 1.00 tp EVnind 5.79 EVEQ 3.97 m Notes: denotes a wall under a discontinuity denotes a wall with force transfer o "" denotes a TJSB CA CO SHEET TITLE: LATERAL F-B(front to back) P8!:, CT PROJECT#: UnitK5(A)IDiaph.Level: 2nd(main)PanelHeight= 9ft. SeismicV i= 0.81 kips DesigWindF-BVI= 2.63kipMax.aspect= 3.5SDPWS-08Table4,3.4SumSeismicVI= 4.79kipsSuIn. WindF-BVI= 8.32 kipMin.Lwall= 2.57ft.IperSDPWS-08Table4.-033B00. 3.3.5WindWindE.Q. E.Q. p1.00E.QE.Q. WindWindE . E.Q. E.Q. E.Q. Wind Wind Wind Wind Max.UnetUeumQTMROTMUnetUsumVeumHD GridIDT.A. LwallLDLehC0wdlVlevelVabv. VlevelVabv. 2w/hviTypeTypeviOTMRQTM(sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pl (plf) (kipft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp)A A.1 a ' 113.6 9.8 9.8 1.00` 0.15 0.35 0.51 0.11 0.35 1.00 1.00 8 IF P6TN 88 4.18 6.42 -0.25 -0.89 7.76 4.75 0.33 0.50 0.6 A A.1b 0 0.0 0.0 0 0.15 0.00 0A0 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 -0,27 0.00 0.00 0.00 0,46 0.46 ° A; A.1c r 244.6 21.0 21:0 1.00 0.15 0.75 1.11 0.24 0.76 1.00 1.00 48 P6TN P6TN 89 9.01 29.77 -1.02 -1.99 16.73 22.05 -0.26 -0.35 -0.36 -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 w 0 6,0 6,0 1,00' 0,00" 0,00 0.00 0,00 OA0 1,00 1.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0,0 0.0 1.00' OAO 0.00 0.00 0.00 0.00 1.00 0.00 0- '- 0 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 o a.o OA 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- B' B,1a 165 '11.7 11.7 1.00' 0.15 0.51 1.00 0.16 0.69 1.00 1.00 73 P6TN P6TN 129 7.64 9.19 -0.14 -0.50 13.56 6.81 0.61 0.63 0.63 B B.lb 159.1 11.3 11.3 1.00 0.15 0,49 0.96 0.16 0.66 1.00 1.00 73 P6TN P6TN 129 7.37 8.54 -0.11 -0,11 13.07 6.33 0.64 0.64 0.64 B Sic` 141.4 10.0 10.0 1.00' 0.00' 0.43 0.86 0.14 0.59 1.00 1.00 73 P6TN P6TN 129 6.55 0.00 0.70 -0.32 11,62 0.00 1.24 1.00 1.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0-- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0 0 0,0 0,0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ': 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00:. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00= 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00x' 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 823.7 69.7 69.7 =L eff. 2.53 4.44 0.81 3.05 m EVwnd 6.97 EVEQ 3.86 m Notes: * denotes a wall under a discontinuity A' ** denotes a wall with force transfer N ° *** denotes a TJSB 01 w SHEET TITLE: LATERAL S•S(side to side) Ico CT PROJECT#: Unit K5(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind F-B V I= 0.00 kips Goy Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.36 kips Sum Wind F-B V i= 0.00 kips • Min.Lwall= 2.29 ft. per SDPWS-08 rn Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. m Wall ID T.A. Lwall LOL en, C o w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RorUnet Usum OTM RoTM Unet U um HO iw (sqft) (ft) (ft) (klf) (kiP) (kip) (kip) (kip) P (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) n 1 1.3a 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 c 1 1.3b 346.5 4.3 4.3 1.00 0.15 0.00 0.00 1.18 0.00 1.30 1.00 353 P4 0 12.25 1.27 2.99 2.99 0.00 0.94 -0.26 -0.26 2.99 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- y 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0... 0. 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 4.0 1.00 0.20 0.00 0.00 1.18 0.00 1.30 1.00 383 P3 --- 0 12.25 1.44 3.24 3.24 0.00 10.07 -0.32 -0.32 3.24 693 8.3 8.3=L eff. 0.00 0.00 2.36 0.00 EV„„d 0.00 EVEQ 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "" denotes a TJSB m co co O tr W SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) IN Diaph.Level: 3rd(uppr) rn Panel Height= 9'ft. Seismic V i= 1.62 kips Design Wind F•B V i= 0.00 kips o Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 klps Sum Wind F-BVI= 0.00 kips Min.LwaII= 2.57 ft. to per SDPWS 08 rn Table 4.3.3.5 Wind Wind E.Q. EQ. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E . E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LQLea. C u w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RQTM U!*t U..m OTM RoTM Unst Uwm Usum (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) - m 1 1.2a 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 c 1 1.2b< 346.5 4.3 4.3 1.00 0.15 0.00 0.00 0.76 1.18 1.30 0.96 604 2P4 -- 0 22.70 1.27 5.85 8.84 0.00 0.94 -0.26 -0.51 8.84 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y 0 O.D 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. a 4 4.2a 0 0,0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4' 4.2b; 389.8 4.5 4.5 1.00 0.20' 0.00 0.00 0.86 1.18 1.30 1.00 588 P2 -- 0 23.82 1.82 5.74 8.98 0.00 1.35 -0.35 -0.67 8.98 0 'i 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 <'0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0,0 0.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 .0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.o0 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - D' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 736.3 8.8 8.8=L eft. 0.00 0.00 1.62 2.36 V„ d 0.00 ZVEQ 3.98 Notes: • denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB m 0 m A O 01 G) Eli SHEET TITLE: LATERAL S-S(side to side) o CT PROJECT#: Unit KS(A) coI o Diaph.Level: 2nd(main) rn Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 0.00 kips w Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 0.00 kips b Min.Lwall= 2.57 ft. N Io per SDPWS-08 HD in Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. m Wall ID T.A. Lwall LDL eff. C p w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RQTM Un,t U",," OTM Roan Unet U,Um Ue„m Iw (sqft) (ft) (ft) (WO (kip) (kip) (kip) (kip) P (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) C) °1 1 1.2a 0 0.0 0.0 1,00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C 1 1.2b 144.3 5.5 5.5 1.00 0.20 0.00 0,00 0.14 1.94 1.30 1.00 491 P2 --- 0 24.29 2.72 4.46 13.30 0.00 2.02 -0.42 -0.93 13.30 11). - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y 2 2,3a 346.5 5,5 5.5 1.00 0,15 0.00 0.00 0.33 0.00 1.00 1.00 77 P6TN -- 0 3.82 2.04 0.37 0.37 0.00 1.51 -0.31 -0.31 0.37 -°` 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 4,0 11,3 1.00 0.15 0.00 0.00 0.22 0.00 1.00 0.89 80** ** 0 2.57 3.06 -0.15 -0.15 0.00 2.27 -0.68 -0.68** 4 4,2b 135,6 2.3 11.3 1..00 0.15' 0.00 0.00 0.13 2.04 1.30 0.52 2331"* "" 0 25.31 1.78 14.15 23.13 0.00 1.32 -0.79 -1.47** 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1;00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 >0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 859.2 17.3 17.3=L eff. 0.00 0.00 0.81 3.98 EVwind 0.00 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 13 m m a, A LaO -w (a W JOB#: Unit K5(A) ID: 4.1a&4.lbALT w d1= 150 plf V eq 3098.1 pounds V1 eq= 1957.7 pounds V3 eq= 1140.4 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 273.4 plf ► A H head= A v hdr w= 0.0 plf I v Fdragl eq= 864 F2 eq= 503 A Fdragl w= • F2 . 0 H pier= v1 eq= 489.4 plf v3 eq= 525.1 plf 5.0 v1 w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 . Fdrag3 eq= ;:. F4 e•- 503 feet A Fdrag3 w= 0 F4 w= 0 P2 E.Q. 2w/h= 1 #NIA WIND H sill= v sill eq= 273.4 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 27883 0 R OTM 8665 6418 • UPLIFT 1885 -629 UP above 0 0 UP sum 1885 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 O' 4 ►4 ► Hpier/L1= 1.25 .4 ► Hpier/L3= 2.15 L total= 11.3 feet 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 46 of 53 i o ,„,8 4x12 HDR ` O rn- CC N e 7O z 14 Cr M HUC416 59.0 HUC416 ABOVE 13'4"x20 LVL FB CT - / ABOVE m 4 10 HDP E."' 1 4 10 HDJ$ 4x10 H09 Ni I al BED I u- U U U U U 4 U U I FLOOR GT 6 I �' S9.0 TYP. I 20 AT BLDG. I I I L j 59.0 STEP I I 20" OPEN,WEB JOISTS ® 19.2" 0.C. UP TO I, _ BATH FLOOR GT HIT420 Ij 1-i7- =`-1 �- STAIR i I II I j 1 FRAMING/ 1 I TYR S9.0 Iii -• 1 1 / AT BLDG. 20 II 1 1 1 1 I STEP S9.0 IIII 1 I I / 1 / I L� SL� ' m 1 I I ( iII III � IAl c. I S, IV I II I.- I 1 I 1 � M.UP BATHTO / I r \IABB- --I I I 1T' 1 4 III IIID 1 1 @ 01L J F 13'4"X2O" I 1 li t LVL hU : i i I Fi. I I Ij I o II 1 I 'c 0 I I I Ii I 1,. 0 ABOVE HDR 13'4"20 LVL FB UP TO M.BED GT ABOVE FLOOR UNIT K-5(A) FRAMING PLAN 1/4-.1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 47 of 53 0,198 6x6 P.T. POST W/ r ACE6 POST CAP 1 „ I PT 4x12THDR Tw. o � . N MB6 F 1.0 BEARING a 0 •Y el STUDS ABV. I` 2x8 PT LEDGER\ ii it II II II l I l I U I � h I I 334"(101c ' SUP TO I CASCADE M ULP ING SI, HDF I 0 0 ID 6 TYP. +. I 59.2 I ® 11 AT BLDG. N I S9.2 STEP I I a / T. L_ Ire An 1ff. ®' 334"c10Yz' CAFCADC SL FDR J—.L r j M 33 I 1 TYP. j .A. I I AT BLDG. 11 1 r--—.7------- - y STEP S9. I I rill m I 1)"X934 j C)I '1' 1 RIDDLAU I I \\L1/L FB ; I 1 Ij 1 II I .%)10h D SCADE S.L. -IDR \\ 11 j ©:ate. __.— No um \\\ i 1 \ 1 1 ®f vl I j 411 a 1 0�S STAIR ((II 1 =am-m.1. G ABdVE IP yHAMIN,1 I , 1 I 7, ' Tc / HU4101\1 j ID 0 BIG BEAMFBm m 2 _ fix. ,�;o JP TI I m <ITCH:N rn n ^2 DNT4 .x :1 1 n n DEN n HDR ',M1 N- _ HDR 1• - ,1 ' I MB2 Mill 334"x 9)4" BIG BEAM FB GT ABV. GT ABV. BUNDLED STUDS 0 FOR HDR ABV. MAIN FLOOR UNIT K-5(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 48 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 -it , Y,�iEr ��$�.,..,,, _ /� � m:e a,,.,.. ,,. :: y ,�Y.. .� ` e ' ft83',®, t� y8 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams ppsiO UB 1 LR Header r '•.. ,. ` ict atiTis PeT 2006 t4PP.IB9 2096,CBC 2017,OcE -05 BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.327: 1 D"� WOW) fb:Actual: 321.48 psi at 4.250 ft in #1 Span Fb:Allowable: 982.51 psi p Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 1L Lr 2 .W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 49 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 • i 3 ' :_ . s. ' Licensee c t engineering L1c.#:KW-06002997 Descri tion : Main Floor Beams _,, _ .. .., gn y Mit*B1 Interior door headers BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design SummaryD 0.1950 L 0.520 Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psiIII 111 Load Comb: +D+L+H A A Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 3.o n 2-2x8 Fv:Allowable: 65.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio z 4679>360 Total Defl Ratio 3403 >180 WQ<3id Beam D sin MB2 Beam at edge of stairs 0 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498: 1 D 0 5150 L 0.040 Load Comb le: 1,977.35 psi P � fb:Actual: 985.10 psi at 4.500 ft in S an#1 +D+L+H Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.0 ft 1.75x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Deft Ratio 619>180 Design " MB3 Den Header /\ �.� \< � ,, ,, �r "SIDS,IBS $,G 207x Cl -ilS. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pill 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summary D 0.120 0 320 Max fb/Fb Ratio = 0.749. 1 fb:Actual: 759.67 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi1111 III Load Comb: +D+L+H A Max fv/FvRatio= 0.438: 1 A fv:Actual: 65.65 psi at 0.000 ft in Span#1 5.50 R,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.053 in Downward Total 0.074 in Left Support 0.33 0.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.88 Live Load Defl Ratio 1234>360 Total Defl Ratio 897>180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 50 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.# KW 06002997 , Licensee c.t.engineeringWookee d Bam inMB4 Beam over Garage, 0" i ... ,'may .,. ,-,.. t06>tT'`perOoNDsi0Bc oo ld� t1D A E 710 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1 D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 � �* • Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • �. . . .. �.,. �. . •� ..z • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Defl Ratio 286>180 yv� Bine;On 'MB5 Garage Door Header "' " ;' .i �' Icu'att©rts Pert 5,NID�'s�,�Ie ` " BC�,200, ,A,S E 1 55 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary COO,„p.,o31_,p, Max fb/Fb Ratio = 0.746. 1 D 0.120 L 0.320 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 ���� • � Fb:Allowable: 2,362.27 psi Load Comb: +D+L+Hi Max fv/FvRatio= 0.533: 1 • • fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343>180 Wood f Design MB6 Deck Beam IF ," ", t�tl r Cs[is r it 5141 5,10c.�6,G8C ?,07 ACE 7 D5 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943- 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi �.�� ...... x_.. i' Load Comb: +D+L+H . .� „, ......., >. ...�� ���. .._� • Max fv/FvRatio= 0.351: 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 51 of 53 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 - E . 4 . IUt �! ,� c K rch % t ' x, ' , ii '-'4'''''''' ._ „ a , . Licensee c. engineering g Lic.#:KW-06002997 W� Beam _esig `MB7 Beam at edge of stairs (D) Only yak X200;;t(0s, giros, scat � BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 10.750 ft Point: D=0.120, L=0.320 k@6.50ft Design Summary a°"".,-, Max fb/Fb Ratio = 0.623; 1 D 00150 L 0.040 fb:Actual: 1,165.36 psi at 6.488 ft in Span#1 ��� Fb:Allowable: 1,871.43 psi Load Comb: • • Max fv/FvRatio= 0.154: 1 A A fv:Actual: 47.74 psi at 0.000 ft in Span#1 11.250 ft, 1.754.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.202 in Downward Total 0.278 in Left Support 0.16 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.61 1.62 Live Load Defl Ratio 667 >360 Total Defl Ratio 485 >180 id Be/�'l'P@ 11� MB8 Ent Door Header(D)Only BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PM 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Point: D=0.160, L=0.420 k@0.750ft Design Summary ........ o..• o Max fb/Fb Ratio = 0.287. 1 ��iiliWr1liWE fb:Actual: 292.07 psi at 1.260 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H A Max fv/FvRatio= 0.345: 1 N:Actual: 51.82 psi at 0.000 ft in Span#1 3.50 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 5 L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.013 in Left Support 0.29 0.61 0.09 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.37 0.09 Live Load Dell Ratio 4689>360 Total Defl Ratio 3279>180 , eag t MB9 Ent \Roof Beam A• " �, la an r' s NDS 0400 8 A„ 7-0� BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Prll 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.563. 1 D(0.0540)S(0.0750) fb:Actual: 695.77 psi at 5.250 ft in Span#1 Fb:Allowable: 1,25820 psi Load Comb: +D+S+H • A Max fv/FvRatio= 0.206: 1 10.50 ft, 4x8 N:Actual: 35.50 psi at 9.905 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.143 in Downward Total 0.245 in Left Support 0.28 0.39 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.39 Live Load Defl Ratio 882 >360 Total Defl Ratio 513 >180 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 52 of 53 C T E N G I N E E R I N G 180 Nickerson St. Suite 302 I N C. Seattle,WA !'rolect: Date:. 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 —VP %s `-1-3Al ,-► , /4c 1Pw - '201 IA 1775iSirS ---_,,, it 1 I lc) _ _i_______.______fL ( I f i i - E I:5-----ii( - --4- I ____ I -1---- t ,- 4,1 I / . _, IN iiI - ) 4 .L7,,,v1111 ).frik J \" 111A) (4 (Z 5rtS) ".....S 44.) 4 _ /01?)( 4*iG 4(2)(U-�C 7) '1� e)i\- q t)J ?\-7 1,57,b p`F- g 9-P0v 16'' -- 6L--,Y-2-9-413 —__ 26,6t0 -- c- . �5GMIN' l' 11u>) TYR_ �l, , v . Lk . _\C-5 . 6` X l 5' -.P (---,)( 3--( -, ,-aot-/5� ` 2(3 --II- 2, 04 54 2t 37- — 'CSv b1-� 16039_2016.03.02_Lots 29-33_Calculations.pdf Page 53 of 53 Structural Engineers 4Roseburg J4 MAIN FLOOR 2-23-16 A 2:06pm &forst PrtxlucisComlaany 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 trit125';*111 .11 111 g4 11 ., ;. IMEkirie.affV54-iR : : ,a att rat. 960 (� 0 1220 /Y CD 21 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 269# -8# 2 9' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 932# 3 21' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 350# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 220#(165p1f) 49#(37p1f) 2 717#(538plf) 215#(161plf) 3 274#(205plf) 76#(57plf) Design spans 9' 3.375" 11'11.375" Product: 91/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 879.'# 2820.4t 31% 16.67' Even Spans D+L Negative Moment 1023.'# 2820.'# 36% 9.5' Total Load D+L Shear 500.# 1220.# 40% 9.5' Total Load D+L End Reaction 350.# 1151.# 30% 21.67' Even Spans D+L Int.Reaction 932.# 1775.# 52% 9.5' Total Load D+L TL Deflection 0.1110" 0.5974" L/999+ 16.07' Even Spans D+L LL Deflection 0.0901" 0.2987" L/999+ 16.07' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong-Tie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER ® PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 4 Roseburg J3 MAIN FLOOR 2-23-16 I W. 2:08pm A Forest Products Company 1 of 1 CS Beam 2016.1.0.13 ImrBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 11480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 80 Live Point(PLF) Top 0' 0.00" 50 34 Roof / 1 00 1520 CD / 16 2 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 752# — 2 16' 2.000" Wall DFL Plate(625psi) 3.500" 1.750" 507# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 454#(340p1f) 71#(53p1f) 298#(224p1f) 2 399#(299p1f) -3#(-2plf) 109#(82p1f) Design spans 1' 0.000"(left cant) 14'11.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1856.'# 2820.'# 65% 8.47' Even Spans D+L Negative Moment 187.'# 2820.'# 6% 1' Total Load D+L Shear 531.# 1220.# 43% 1' Total Load D+L Cant.Shear,Lt 221.# 1220.# 18% 0.99' Total Load D+L End Reaction 507.# 1151.# 44% 16.17' Even Spans D+L Int.Reaction 752.# 1775.# 42% 1' Total Load D+L TL Deflection 0.3899" 0.7474" U460 8.47' Even Spans D+L LL Deflection 0.3156" 0.3737" 11568 8.47' Even Spans L TL Defl.,Lt. -0.0727" 211329 0' Even Spans D+L LL Defl.,Lt. -0.0614" 211391 0' Even Spans L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respechve owners KAMI L HENDERSON Strong-Tie Tie EWP MANAGER �- Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specificatons. 503-858-9663